JP2007051500A - Joint structure of column and pile - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a joint structure of a column and a pile capable of being constructed by various pile construction methods including an inner excavation method by which the lower part of the column can be inserted and fitted into the upper part of the pile to a sufficient depth irrespective of the actual depth of the driving of the pile. <P>SOLUTION: In the joint structure 1 of the column and the pile, the lower part 21 of the column 2 of an upper structure 8 is inserted into the upper part 31 of the steel pipe pile 3. The inside of the upper part 31 of the steel pipe pile 3 into which the lower part 21 of the column is inserted is filled with a filling material 5 to join the steel pipe pile 3 and the column 2. A compression force receiving part 4 which is continuous or discontinuous in an inner peripheral direction is mounted to protrude on the inner face of the upper part 31 of the steel pipe pile 3 below the lower end 21 of the column 2 in a manner that a space for the insertion of at least the lower part 21 of the column may be secured. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a pillar-pile joint structure of a one-pillar-pile foundation structure in which pillars of a structure are installed via a filler filled in at least the upper part of a steel pipe pile.

  The technology for constructing a structure with a single pillar and one pile foundation is to provide a non-slip on the upper inner surface of the steel pipe of the pile in the steel pipe or steel pipe concrete pile of the structure when it is performed without providing a footing. There is a non-slip on the lower outer surface of the steel pipe column, the lower part of the steel pipe column is inserted into the upper part of the steel pipe of the pile, and both are joined via concrete (for example, see Patent Document 1). Or there is what realized the same pillar pile joining structure by using the pillar pile joining member which has the joined part to which a pillar is joined in the upper part, and the leg part inserted in a pile in the lower part (for example, Patent Document 2). These pillar-to-pile joint structures have the advantages that there are no problems such as excavation of foundation holes, installation of formwork, etc., as in the case of cast-in-place piles or concrete footings, and that the construction period can be shortened.

In patent document 1, although the system (FIG. 2) which mounts the lower end of a steel pipe pillar on the support plate provided in the upper part of a pile steel pipe is disclosed, in this case, it applies to the perpendicular direction from a steel pipe pillar. In order to transmit the compressive load from the support plate to the pile steel pipe, it is necessary to weld (practically weld) the support plate in the steel pipe in advance.
Japanese Patent Laid-Open No. 62-284825 JP 09-268573 A

  However, as in the case of Patent Document 1, if the support plate is welded in such a manner as to block the inside of the steel pipe pile in advance, there is a problem that the construction cannot be performed by the digging method in which the auger is inserted into the pile. To do. By the way, this medium digging method has the advantage of shortening the construction period because it can simultaneously excavate vertical holes for piles and set up piles, and is one of the most important pile construction methods at present.

  In addition, it is usually common in actual construction sites that the depth when the pile actually reaches the support layer differs by ± 500 mm from the assumed depth to the support layer. At this time, when the actual reach depth is shallower than the assumed depth, the upper part of the pile protrudes longer than expected (this is referred to as a high pile stop). When the height remains high, the support plate comes to a position higher than the assumed position, which causes a problem that the column lower part cannot be inserted into the pile upper part to a structurally sufficient depth.

  The present invention solves the above-mentioned problems, and various construction methods for piles including a medium digging method (specifically, a digging method, a medium digging method, a rotary insertion method, a batting method, and a construction method combining these methods) The purpose of the present invention is to provide a pillar-to-pile joint structure that can be installed at a sufficient depth and inserted into the pile upper part to a sufficient depth regardless of the actual pile driving depth.

(1) In order to solve the above-described problem, the column-pile joint structure according to the present invention is a steel pipe pile in which the lower part of the column of the upper structure is inserted into the upper part of the steel pipe pile, and the lower part of the column is inserted. The steel pipe pile is filled with a filler, and has a pillar-to-pile joint structure in which the steel pipe pile and the pillar are connected to each other so that at least a space into which the lower part of the pillar can enter is secured. A receiving portion for compressive force, which is continuous or discontinuous in the inner peripheral direction, is provided on the inner surface of the upper portion of the upper portion of the column so as to protrude below the lower end of the column.
(2) In the above (1), the column has a bottom plate at the lower end.
(3) In the above (1) or (2), the receiving portion for the compressive force is provided at a position separated from the lower end of the column downward by 0.5 times or more the minimum width of the inner diameter of the pile upper portion of the steel pipe pile.
(4) The structure according to the present invention has the joint structure described in (1) to (3) above.

  According to the present invention, the lower part of the column can be inserted and connected to the upper part of the pile up to a sufficient depth regardless of the actual driving depth of the pile, and various construction methods of the pile (a pre-drilling method, a middle-drilling method, a rotary insertion method, a hammering) It is possible to provide a column pile joint structure that can be constructed by a construction method and a construction method that combines these construction methods), and a structure using the joint structure.

  Moreover, since the stress transmission area is expanded by adding a bottom plate to the lower end of the column as in (2) above, the vertical compressive load of the upper structure located between the receiving part and the lower end of the column is transmitted to the steel pipe pile. With respect to the filler, the stress applied per unit area is reduced, and the proof stress of the column pile joint structure can be improved.

  In addition, by placing the receiving part below the bottom of the column at a distance of 0.5 times the minimum width of the inner diameter of the upper part of the pile as in (3) above, the filler is embedded in the upper part of the steel pipe pile. Since the effective cross-sectional thickness with respect to the shearing force generated by the compressive load from the column is sufficiently large and shearing failure of the filler does not easily occur, the proof strength of the column pile joint structure can be improved.

  FIG. 1 is a schematic view relating to a structure according to the present invention, as viewed from a longitudinal section. In FIG. 1, reference numeral 1 denotes an underground column-pile joint structure according to the present invention, 3 a steel pipe pile made of a circular steel pipe standing in the ground, and 8 an upper structure constructed on the steel pipe pile 3. , 9 is a beam of the upper structure 8, and 2 is a column of the upper structure 8 made of a circular steel pipe to the lower part. The upper structure 8 is a portion supported by the pile 3 and is composed of at least the pillar 2 and the beam 9. If there are underground structures (for example, foundation beams and basement parts), the underground structures are also Including. A vertical load (including both compressive load and tensile load) from the upper structure 8 including the column 2 is supported by the steel pipe pile 3.

  FIG. 2 schematically shows an enlarged vertical section of the column-pile joint structure 1 of FIG. The joining structure shown in FIG. 2 is an example of the first embodiment according to the present invention. The lower part 21 of the pillar 2 is inserted into the upper part 31 of the steel pipe pile 3, and concrete 5 is filled as a filler in the gap between them, and the pillar 2 and the steel pipe pile 3 are connected and integrated.

  On the inner surface of the upper part 31 of the pile, there is a circular ring 4 made of steel as a receiving part for the compressive force generated by the compressive load from the pillar 2 below the lower end 22 of the pillar (there is no cutting part and is continuous all around). ) Are attached (the upper ring is 41 and the lower ring is 42). Here, the length h1 from the column lower end 22 to the upper end of the ring 41 is set to 0 or more. The upper surface of the ring 4 and the inner surface of the pile upper portion 31 are connected by a fillet weld 43. In addition, since the welding allowance of the fillet weld 43 is sufficiently shorter than the height of the ring, h1 may be up to the upper end of the ring 41. Moreover, the protrusion width of the ring was set to be equal to or less than the plate thickness of the pile upper portion 31. Furthermore, by setting the welding position of the ring as the upper surface, a construction jig such as a torch can be inserted and welded from the opening at the tip of the pile even after pile driving.

  In the joint structure 1 of the pillar lower part 21 of the pillar 2 and the pile upper part 31 of the steel pipe pile 3 configured as described above, the compressive load from the pillar 2 is transmitted to the steel pipe pile 1 through the concrete 5 and the ring 4. . In addition, since the shape of the receiving portion is a ring shape and the projecting width of the ring is equal to or less than the plate thickness of the pile upper portion 31, a space where at least the lower portion 21 of the pillar can enter can be secured. In addition, since both the pile 3 and the ring (receiving part) 4 are made of steel, they can be integrated in the field or at the factory, or at the time of manufacturing the pile, and transmission of force from the receiving part to the pile can be achieved. The reliability can be made extremely high, which is a more preferable form.

  The protruding width of the ring 4 is determined by the compressive strength required for the joint structure 1 to support the compressive load from the column 2. Since the compression bearing strength and the area of the ring bearing section that transmits the compressive load from the column 2 to the steel pipe pile 3 are proportional, if the compression bearing required by the joint structure 1 is increased, the protrusion width is increased ( Alternatively, the inner diameter of the ring 4 is shortened).

  When a compression strength higher than the compression strength adjustable by the protrusion width of one ring is required, a plurality of rings are projected at a certain interval. In this case, only the ring below the column lower end 22 is effective. In addition, when the space | interval of rings is near, the concrete 5 is easy to shear failure early, and it is difficult to obtain sufficient compression strength. Therefore, it is desirable to ensure a sufficient length between the rings, and as a guideline, it should be about 15 times the protruding width of the ring.

  In addition, when it constructs by a medium digging method, it will become a more preferable form if it is set as the magnitude | size which does not become a problem for the excavation bit of an auger to pass regarding the internal diameter of a ring.

  The ring 4 is manufactured by bending a flat bar or a reinforcing bar, for example.

  In addition, when the concrete 5 is filled only in the upper part 31 of the pile, the partition plate 7 is installed. Since the partition plate 7 does not need to support both the vertical load and the horizontal load, it is not always necessary to fix the partition plate 7 to the pile upper portion 31. For example, depending on the construction conditions, it may be simply placed on the sediment or the mixture containing sediment left in the pile.

Next, an example of the construction method of the joining structure of the steel pipe pile 3 and the column 2 configured as described above will be described with reference to FIGS. 1 and 2.
(1) At the construction site, the steel pipe pile 3 is arranged vertically with respect to the ground E by a pile driving machine. Then, the auger connected to the motor is passed through the steel pipe pile 3. Thereafter, the steel pipe pile 3 is sunk by a pile driving machine while excavating a vertical hole having a predetermined depth with an inner diameter slightly larger than the outer diameter of the steel pipe pile 3 at a predetermined position by an auger.
(2) When the lower end of the steel pipe pile 3 reaches the support layer G, the auger is pulled out from the inside of the steel pipe pile 3.
(3) Next, after the partition plate 7 is hung at a predetermined position in the steel pipe pile 3 by a crane, it is removed from the crane and held at the corresponding position by a wire.
(4) A predetermined number of rings 4 are welded to the inner surface of the pile upper portion 31 at a predetermined depth. A hand is put in from the upper end of the steel pipe pile 3, and the space part which the upper surface of the ring 4 and the inner surface of the pile upper part 31 pinch is fillet welded.
(5) Next, the lower part 21 of the column 2 of the upper structure 8 is inserted into the pile upper part 31 of the steel pipe pile 3 to a predetermined position. Concrete 5 is placed in the gap between the column lower part 21 and the pile upper part 3. At this time, since the inside of the column 2 is hollow, the concrete 5 is also filled in the column lower portion 21. Note that concrete may be filled in the column lower portion 21 in advance.
(6) After the concrete 5 is hardened, the upper structure 8 is constructed on the pillar 2 exposed from the ground E.

  As described above, according to the present embodiment, work such as excavation of large holes, disposal and removal of earth and sand, placement of formwork, reinforcing bars, etc., removal work of hardened concrete, etc. is not required, and the construction period is also long. Can be shortened. Further, by setting the welding position to the upper surface of the ring 4, the ring 4 can be welded to the inner surface of the pile upper portion 31 after the pile driving. Furthermore, since the concrete 3 is dammed by the partition plate 7, the concrete 5 is filled only in the upper part of the partition plate 7, and the inconvenience of filling the concrete 5 over several tens of meters can be prevented, and the cost and workability are excellent. A column connection structure can be obtained.

  The example of 2nd Embodiment of the junction structure 1 of the pillar and pile of FIG. 1 was typically shown with the longitudinal cross-sectional view in FIG. The same components as those in the first embodiment are denoted by the same reference numerals, and detailed description thereof is omitted. In the second embodiment, the lower end of the column has a bottom plate 6. The connection between the circular steel pipe constituting the column 2 and the bottom plate 6 is performed by welding. Two circular rings 4 are attached below the lower end 22 of the column 2 with the bottom plate 6 (the lower end of the bottom plate 6 in this embodiment). Here, the length h2 from the lower end 22 of the column to the upper end of the ring 41 located above the ring 4 is set to 0 or more. The upper surface of the ring 4 and the inner surface of the pile upper portion 31 are connected by the fillet weld 43 as in the first embodiment. Further, the shape and size of the ring 4 are determined in the same manner as in the first embodiment.

  The bottom plate 6 is a circular steel plate, and the diameter d1 is equal to or larger than the outer diameter d of the circular steel pipe constituting the column 2. By attaching the bottom plate 6 to the lower end of the circular steel pipe constituting the column 2, the concrete 5 effective for transmitting the compression force f (the compression load F from the column 2 spreads and becomes f is transmitted through the concrete 5). Since the region (hereinafter referred to as the stress transmission region) is expanded, it is possible to expect an improvement in the yield strength of the joint structure.

  FIG. 3 schematically shows a stress transmission region in the case where the bottom plate 6 is present, and is a region connecting the outer edge x of the column lower end 22, the upper ring 41 upper end z 1, the column lower end 22 center c and the lower ring 42 upper end z 2. , One of the cross sections is a1 or a2 in FIG. Similarly, when the stress transmission region in the absence of the bottom plate 6 is shown in FIG. 4, the outer edge x of the column lower end 22, the upper end 41 of the upper ring 41, the upper end z 2 of the lower ring 42, and the inner edge y of the column lower end 22. 4 and b2 in FIG. 4 are cross sections. When a1 and a2 are compared with b1 and b2, the areas of a1 and a2 are larger, and the compressive force per unit area of the region is reduced. As a result, the compressive strength is greater when the bottom plate 6 is present. It becomes high and it becomes a more preferable form that the bottom plate 6 is provided.

  For the above reasons, the shape and size of the bottom plate is the width of contact with concrete at the column lower end 22 (in this case, half of the diameter d1 of the bottom plate 6, between x and c in FIG. 3) when there is no bottom plate (specifically Specifically, it is sufficient that the thickness is larger than the plate thickness d2 at the column lower end 22 (between xy in FIG. 4), and therefore any shape having such a function is possible. Other shapes of the bottom plate other than the circle are specifically polygons and rectangles, or one or more holes in the bottom plate of a circle, polygon or rectangle, or a ring shape (circular, polygonal or rectangular) It may be. The thickness of the bottom plate 6 may be a thickness that can have a strength that does not deform due to the compressive load F from the upper structure 8.

  Furthermore, in the present embodiment, since the bottom plate 6 is made of steel, the bottom plate 6 is connected by welding to obtain a strong connection effect. However, if the compressive load from the upper structure 8 can be transmitted, other materials such as an adhesive are used. A connection method may be used. Similarly, even if the bottom plate is not made of steel, other materials may be used as long as they can transmit the compressive load from the upper structure 8 as long as they have rigidity and strength higher than concrete. .

  FIG. 5 is a vertical sectional view schematically showing an example of the third embodiment of the bonding structure 1 in FIG. The same components as those in the first and second embodiments are denoted by the same reference numerals, and detailed description thereof is omitted. In this third embodiment, the length is from the lower end of the bottom plate 6 provided at the lower end 22 of the column to the upper end of the ring 4 (in the case of FIG. 3 where there are a plurality of rings, the ring 41 is at the uppermost position). h2 is 0.5 times or more of the minimum width of the pile upper portion 31 (in this case, the pile upper portion 31 is a circular steel pipe and corresponds to the inner diameter D). The upper surface of the ring 4 and the inner surface of the pile upper portion 31 are fixed by the fillet weld 43 as in the first and second embodiments. Further, the shape and size of the ring 4 are determined in the same manner as in the first and second embodiments.

  By setting it as said structure, since the effective cross-sectional thickness with respect to the shearing force of the concrete 5 with which the pile upper part 31 was filled (in the case of FIG. 5, it corresponds to h2) becomes thick, it can anticipate the further yield strength improvement of a junction structure. On the other hand, the case where the length h2 is less than 0.5 times the minimum width at the top of the pile is shown in FIG.

  The relationship between the length h2 from the lower end of the bottom plate 6 to the upper end of the ring 4 and the effective cross-sectional thickness with respect to the shearing force of the concrete 5 will be described with reference to FIGS. In general, it can be assumed that the transmission path of the compressive force acting from the solid surface to the inside (the inside is solid) extends within a range of 45 ° with respect to the direction of the applied force (see f in FIG. 5). In the present invention, this 45 ° compressive force transmission range is applied, and a cross section (range indicated by an arrow i in FIGS. 5 and 6) formed by intersecting the transmission range and the surface formed by the upper end of the ring 4 is concrete. The distance h <b> 2 necessary for the entire cross section of 5 is geometrically 0.5 times the inner diameter D of the pile upper portion 31. With this distance, a structure in which the compressive force f spreads to the edge of the concrete 5 at the position of the ring 4 is obtained, and the compressive force can be reliably transmitted to the ring 4. If the pile cross-section is not circular, the above structure can be satisfied if the minimum width is 0.5 times or more of the minimum width. Therefore, if the length h2 is 0.5 times or more of the minimum width at the top of the pile, the first and second It becomes a more preferable form compared with the embodiment.

  The above description has been given in the case where the bottom plate 6 is present, but from the lower end 22 of the column without the bottom plate 6 to the upper end of the ring 4 (the ring 41 at the highest position when there are a plurality of rings as shown in FIG. 3). Even when the length h1 is 0.5 times or more the minimum width in the upper part of the pile, it has the same function.

  In the first to third embodiments, the compressive force receiving portion is a circular ring that is continuous in the circumferential direction. However, the present invention is not limited to this. Any shape can be used as long as it has sufficient adhesion to the filler to transmit the compressive load from the column 2 and can pass through the column lower portion 21. It is more preferable that the auger excavation bit has a shape that does not cause a problem. For example, the spiral protrusions shown in FIG. 7A, the numerous striped protrusions shown in FIG. 7B, and the steel pipe pile 3 shown in FIG. An arcuate plate material, an arc-shaped square member and the like that are discontinuously installed and projecting inwardly of the steel pipe pile 3 shown in FIG.

  In the first to third embodiments, the welding position of the ring 4 is the upper surface of the ring 4, but the present invention is not limited to this. If the ring 4 is welded at a factory or the like, it can be expected that the ring 4 is fixed to the upper portion 31 of the ring 4 even more firmly if the upper and lower surfaces of the ring 4 are welded. Moreover, when the lower surface of the ring 4 and the inner surface of the pile upper part 31 are welded, the upper surface of the ring 4 is in contact with the concrete 5 and further improvement in adhesion can be expected. Further, in the present embodiment, the ring 4 is welded by fillet welding, but other welding methods such as spot welding may be used as long as a sufficient welding area can be obtained.

  In the first to third embodiments, the receiving portion is attached only below the column lower end 22. However, even if the receiving portion is located above the column lower end 22 due to a high stop of the pile, the effect of the present invention. There is no hindrance. In this case, as already described, the effect is obtained at the receiving portion below the column lower end 22.

  In the first to third embodiments, the receiving portion is attached only below the column lower end 22, but in addition, the second compressive force receiving portion extends inwardly to the upper end portion of the steel pipe pile 3. May be provided. With this configuration, when the pillar 2 is pulled, the function of preventing the concrete 5 from coming out of the steel pipe pile 3 and the function of transmitting stress from the bottom plate 6 to the steel pipe pile 3 through the compressive resistance force of the concrete 5 Since it can have newly, it becomes a very preferable form.

  In the first to third embodiments, the column 2 is a circular steel pipe. However, the present invention is not limited to this, as long as the vertical load of the upper structure 8 can be transmitted to the steel pipe pile 3. It does n’t matter. The column lower portion 21 of the column 2 may have another cross-sectional shape such as a square steel pipe or H-shaped steel, and the material may be other materials such as reinforced concrete, reinforced steel concrete, or precast concrete instead of steel.

  In the first to third embodiments, the steel pipe pile 3 is a circular steel pipe, but the present invention is not limited to this. The steel pipe pile 3 may be determined by a combination of the cross-sectional shape of the pile upper part 31 and the cross-sectional shape of the column lower part 21, for example, a square steel pipe pile, a cross-section polygonal steel pipe pile, an elliptical steel pipe pile, or a pile upper part 31 only Ready-made piles (steel pipe piles, shaped steel piles, concrete piles, reinforced concrete piles (RC piles), prestressed concrete (PC) piles, high strength prestressed concrete (PHC) piles, concrete with shell steel pipes (SC)) Pile, high-strength concrete expanded pile (ST) pile, concrete (PRC) pile with rebar or flat steel, etc.) may be used.

  In the first to third embodiments, the upper structure 8 has been described in the case where the outer diameter (d or d1) of the column lower end 22 is smaller than the inner diameter D of the pile upper portion 31. The present invention is not limited to this. The pile diameter of the steel pipe pile 3 and the column diameter of the column 2 are determined by given conditions from the design of the structure. As a result of the given conditions, the inner diameter D of the pile upper portion 31 is the outer diameter (d or When d1) is close enough to cause problems in construction, or when the inner diameter D of the pile upper part 31 is smaller than the outer diameter (d or d1) of the column lower end 22, the diameter of the steel pipe pile 3 remains unchanged and the upper part 31 of the pile is maintained. Only the inner diameter D of the column is expanded, or the outer diameter (d or d1) of the column lower end 22 is decreased, so that the column lower portion 21 is adjusted so that it can enter the pile upper portion 31. Moreover, the insertion length of the column lower part 21 is also decided according to the bending strength required for the pile upper part 31 from the design of a structure.

  In the first to third embodiments, the center axes of the column lower portion 21 and the pile upper portion 31 are described as being substantially on the same straight line. However, the present invention is not limited to this. The central axis of the column lower part 21 and the central axis of the upper part 31 of the steel pipe pile 3 do not need to coincide with each other, and if the steel pipe pile 2 can perform the function of supporting the vertical load of the upper structure 8, It may be shifted depending on the situation.

  In the first to third embodiments, the concrete 5 is used as the filler. However, the present invention is not limited to this, and the lower part 21 of the pillar and the upper part 31 of the pile are connected to the lower part 21 of the pillar. Any function may be used as long as it has a function of transmitting a vertical load to the pile upper portion 31. For example, mortar can be used.

  Although FIG. 1 shows the case where there is no underground structure or foundation beam, the present invention is not limited to this. If a foundation beam is required in the underground structure or underground due to the design requirements of the superstructure, it may be provided at the top of the column pile joint structure 1. Moreover, when joining a pillar and a pile, you may use a joining member as disclosed by patent document 2. FIG. In this case, the leg portion 13 of the column of the joining member is regarded as the column lower portion 21 of the present invention.

Explanatory drawing regarding the structure using the pillar pile connection structure which concerns on this invention. Sectional drawing of 1st Embodiment which concerns on this invention. Sectional drawing of 2nd Embodiment which concerns on this invention. Explanatory drawing of the stress transmission area | region in 1st Embodiment. Sectional drawing of 3rd Embodiment which concerns on this invention. Explanatory drawing of the effective cross-sectional thickness with respect to the shear force in 2nd Embodiment. The figure which showed the other example of the receiving part.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Joint structure of a pile and a pillar 2 Pillar 21 Lower part of a pillar 22 Lower end of a pillar 3 Steel pipe pile 31 Upper part of a pile 4, 41, 42 Ring (receiving part)
43 Fillet weld 5 Concrete (filler)
6 Bottom plate 7 Partition plate 8 Upper structure 9 Beam h1 Distance from bottom of column to top of ring (when there is no bottom plate)
h2 Distance from the bottom of the pillar to the top of the ring (if there is a bottom plate)
a1, a2 Transmission area (when there is a bottom plate)
b1, b2 Transmission area (when there is no bottom plate)
c Center of column lower end 22 d Outer diameter of column lower portion 21 d1 Diameter of bottom plate 6 d2 Plate thickness at column lower end 22 D Inner diameter of pile upper portion 31 (minimum width of pile upper portion)
E Ground F Vertical compressive load f Vertical compressive force in concrete 5 G Support layer i Range where the surface formed by the upper end of the ring 4 intersects the transmission range of compressive force x The outer edge of the column lower end 22 y Inner edge of column lower end 22 z1 Upper end of upper ring 41 z2 Upper end of lower ring 42

Claims (4)

A column in which the lower part of the column of the upper structure is inserted into the upper part of the steel pipe pile, the filler is filled in the upper part of the steel pipe pile into which the lower part of the column is inserted, and the steel pipe pile and the column are connected. And a pile connection structure,
A receiving portion for compressive force, which is continuous or discontinuous in the inner circumferential direction, is provided below the lower end of the column so as to ensure a space where at least the column lower portion can enter. Column and pile joint structure characterized by this.   The column / pile joint structure according to claim 1, wherein the column has a bottom plate at a lower end.   The column according to claim 1 or 2, wherein a receiving portion for the compressive force is provided at a position separated from the lower end of the column by 0.5 times or more the minimum width of the inner diameter of the upper portion of the pile of the steel pipe pile. And pile connection structure.   A structure having the joining structure of a pillar and a pile according to any one of claims 1 to 3.

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